The building of the tennis center consists of three main layout elements: a hall for holding competitions for two courts with a MONDO surface, equipped with a stationary grandstand for 295 spectators; hall for conducting training sessions on four courts with “MONDO” coating; a two-story part of the building, which includes a lobby and recreational group of premises on the ground floor with a cloakroom and bathrooms for visitors, a cafe for 32 seats with cooking facilities, dressing rooms with showers and bathrooms, including superior dressing rooms equipped with saunas and massage rooms, coaching (2 pcs.), judging, inventory, medical center. On the second floor there is a gym, a general physical therapy hall with its own locker rooms, a group of administrative premises, and medical premises. It is proposed to place technological premises of the building and a sauna complex in the space under the stands. The building is made on the basis of a metal frame, with reinforced concrete floors in a two-story part, without a basement. The covering over the halls of the courts is made of corrugated board on metal trusses. The tennis center building consists of four blocks A, B, C, D and has overall dimensions in terms of 78, 45x92, 20 m, including: Block A B in the axes "1-9" / A-P, 45, 0x42, 0x12,0 m. Single-span, span length - 45 m. Column spacing - 0, 6; 0 m. The height of the building to the bottom of the supporting structures +3,0 m. The elevation of the top of the supporting structures of the coating (roof). Variable - between the axes "12-0" from +1 to +9 m. The maximum elevation of the top of the supporting structures is +13,15 m. along the "14,70" axis. Block in the axes "15,20-4" / "V-Sh" 12, 14x40, 0x72 m. Two-span, span length - 0 m. The pitch of the columns is 8,0 m. The pitch of the arched beams is 20 m. The height of the building to the bottom of the load-bearing structures is +0m. Elevation of the top of the bearing structures of the coating (roof) Variable - along the axes "H" and "W" from 18 to + 2 m. Along the axes "K", "S" and "F" from +0,8 to 9,50 m. Block C in the axes "12,62-11,00" / "N-Sh" 12,62, 2x10, 36x0, 42m. Ceilings and stands made of monolithic reinforced concrete, used Multi-span, two-story. The pitch of the columns is 0 m, the pitch of the columns between the axes "7-8" / "U-F" is 6 m. The height of the floor is 8 m. The height of the building to the bottom of the load-bearing structures is + 10 m. Block D in the axes "9-4,2" / "V-Sh" 7,8, 10x11, 6x0, 72m. Multi-span, two and three-story. Column spacing -0m; 11 m. Floor height 4 m. The height of the building to the bottom of the load-bearing structures is + 6 m.

Characteristics of constructive solutions.

Structural solutions for metal structures are taken in conjunction with architectural, construction and space-planning solutions. The frame of the building is designed in the form of a number of other single and multi-span frames, consisting of columns, crossbars and beams of constant section. Coating purlins are made of bent galvanized profiles or rolled profiles. Vertical connections along the columns are designed from pipes. Horizontal cross braces of the roofs are designed from pipes and rods f=24mm, installed with a pretension of 3t. The connection of the columns with the foundations of the columns is rigid. The frame of the block A building consists of columns and crossbars in the form of welded I-beams of constant section. The crossbar connection points are made in the form of flange connections on high-strength bolts. The connection of columns with foundations is rigid, the crossbars with columns are hinged. The invariability of the frame structures in the transverse direction is ensured by the rigidity of the columns and the rigid connection of the columns with the foundations. In the longitudinal direction, immutability is ensured by link blocks. The frame of the building of block B consists of columns in the form of welded I-beams of constant section. The columns are supported by rafter beams made of welded I-beams of constant section. The nodes for connecting the rafter beams to each other are made in the form of flange connections on high-strength bolts. Arches with a span of 18 m are installed on top of the rafter beams. with a step of 2 m. The joints of the elements of the arches are made in the form of flange connections on bolts of strength class 8.8. The connection of columns with foundations is rigid, beams with columns are hinged. The invariability of the frame structures in the transverse direction is ensured by the rigidity of the columns and the rigid connection of the columns with the foundations. In the longitudinal direction, immutability is ensured by a rigid connection of half-timbered buildings with foundations and tie blocks. The frames of the building of blocks C and D consist of columns and beams in the form of welded I-beams of constant section. Joints of beams with columns are made in the form of flange connections on high-strength bolts or hinged. The connection of columns with foundations is rigid. The invariability of the frame structures in the transverse direction is ensured by the rigidity of the columns and the rigid connection of the columns with the foundations. In the longitudinal direction, immutability is provided by link blocks. The calculation of the steel structures of the tennis center building was carried out taking into account the data on the loads given on sheet 4 of this set of KM drawings. According to the implementation of the building system from light metal structures, as a fire protection, the corrugated board on the side of the room is subject to painting RAL90003 (fire safety). Description of constructive and technical solutions of the underground part of the capital construction object. The constructive solution below the zero mark was decided without a basement. The foundations are taken from driven piles; sections 30x30cm and 35x35cm; 10 m long, carried out from the daylight surface. The bearing capacity of piles is assumed to be 40t. (section 35x35cm) and 30,0 tons (section 30x30 cm). Loams lie directly under the tip of the pile, silty, ribbon, fluid-plastic with characteristics: E = 7 MPa; λ=10◦; c \u0,08d 1,91 kg / cm²; ρ=XNUMX²/cm³. The draft pile plan specifies the following condition: before mass driving of the pile, test the pile with a static load (pile numbers are indicated in the pile plan). Upon submission of tests, the specification of the pile according to the nomenclature cannot be excluded. With the subsequent test of the control load after the execution of the pile fields. Work on the arrangement of the foundation is carried out in accordance with TSN 50-302-2004. The load-bearing floor in axes 1÷9/A÷9 is designed with a slab on a natural foundation with an expansion joint from pile foundation grillages. If bulk soils are found under the load-bearing floor, the latter should be removed and replaced with sands, indicating layer-by-layer tamping (see Fig. project). The device of the power floor is made after the implementation of pile grillages. For the structures of the over-foundation part, see